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115 Squires Ln - 210926404001
Work Classification: NewPermit P O BOX 659 EAGLE CO 81631-0659 Address Owner Information Permit Status: Final Project Address 210926404001 Permit Type: OWTS Permit Permit NO. OWTS-3-11-5765 Expires: 12/31/2012 Issue Date: 5/5/2011 Parcel No. 000115 SQUIRES LN EAGLE AREA, CO Private Wastewater System Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970)328-8755 Fax: (970)328-8788 Phone: 328-2326 Cell: Inspection For Inspections call: (970) 328-8755 Inspections: IVR OWTS Final Inspection 095 PhoneEngineer(s) (314)567-9000HOSPITAL DESIGNERS, INC Contractor(s)Phone Primary ContractorLicense Number ZEBCO (970)858-4295 Yes38-11 KUMMER DEVELOPMENT CORPORATION Permitted Construction / Details: The permit application is for a 3 bedroom single family residence. The permit is issued for a 1070 gallon, 2 compartment pre-cast concrete septic tank, a Model 120C Eliminite unit with Metarocks, plus a dosing chamber along with 938 square feet of absorption credit via 48 pressure dosed Infiltrator Q4 chambers arranged in 4 rows of 12 chambers per row. Install the system per the revised engineer design signed, stamped, and dated 4/15/11. Do not cover any portion of the system before inspection by the design engineer. Issued by: Environmental Health Department, Eagle County, CO October 24, 2012 Date Customer Copy Terri Vroman CONDITIONS: 1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT 2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101, et seq., AS AMENDED 3. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT 4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED Work Classification: NewPermit P O BOX 659 EAGLE CO 81631-0659 Address Owner Information Permit Status: Final Project Address 210926404001 Permit Type: OWTS Permit Permit NO. OWTS-3-11-5765 Expires: 12/31/2012 Issue Date: 5/5/2011 Parcel No. 000115 SQUIRES LN EAGLE AREA, CO Private Wastewater System Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970)328-8755 Fax: (970)328-8788 Phone: 328-2326 Cell: Inspection For Inspections call: (970) 328-8755 Inspections: IVR OWTS Final Inspection 095 PhoneEngineer(s) (314)567-9000HOSPITAL DESIGNERS, INC Contractor(s)Phone Primary ContractorLicense Number ZEBCO (970)858-4295 Yes38-11 KUMMER DEVELOPMENT CORPORATION Permitted Construction / Details: The permit application is for a 3 bedroom single family residence. The permit is issued for a 1070 gallon, 2 compartment pre-cast concrete septic tank, a Model 120C Eliminite unit with Metarocks, plus a dosing chamber along with 938 square feet of absorption credit via 48 pressure dosed Infiltrator Q4 chambers arranged in 4 rows of 12 chambers per row. Install the system per the revised engineer design signed, stamped, and dated 4/15/11. Do not cover any portion of the system before inspection by the design engineer. Office Copy October 24, 2012 Issued by: Environmental Health Department, Eagle County, CO Date Terri Vroman CONDITIONS: 1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT 2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101, et seq., AS AMENDED 3. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT 4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED DEPARTMENT OF ENVIRONMENTAL HEALTH (970) 328-8755 FAX: (970) 328-8788 TOLL FREE: 800-225-6136 www.eaalecounty.us ti EAGLE COUNTY P.O. Box 179 500 Broadway Eagle, CO 81631 www.eaglecounty.us PERMIT APPLICATION FOR ONSITE WASTEWATER TREATMENT SYSTEM OWTS PERMIT # DurTS-3 / — BUILDING PERMIT # INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED) FEE SCHEDULE APPLICATION FEE $800.00 MAJOR REPAIR FEE $800.00 MINOR REPAIR FEE 400.00 This fee includes the OWTS Permit, Site Evaluation (Percolation Test, or Soil Profile Observation) and Final Inspection. Additional fees may be charged if a re -inspection is necessary, or a pre -construction site visit or consultation is needed. The re -inspection fee is $135.00 Make all remittance payable to: Eagle County Treasurer. Property Owner: ni wl r Qcvr_1cQwrvJr- CorpPhone: 31�) '.T h_7— SCM Mailing Address: -PO. `TI 1 email VKu>M.,. r- a Lf6b-'orfl7c owt Registered Professional Engineer: 4Zt_kc fr .16t4f6ovti PJC Phone: (314) G67- 4orn Applicant or Contact Person: + �a 1c1 e r Phone: (,370) Licensed Systems Contractor: ai 1 �!S K License # iPL i tr,4 AA Company/DBA: b` Gc lovl 4 PCC1e-?Vta 6&,Phone: b'7c� ro.23-S�I3S Mailing Address: 3;kR E Rcxd , Um &B CI i l�rl�►� . 20effmil _ �� -f Vi a) 4314- 30 FI D Permit Application is for: _� New Installation Alteration Repair Location of Proposed Onsite Wastewater Treatment System: Legal Description: Ld I tTrosT` Cre -r I` -0 li * i . 5Lr- eou Tax Parcel Number: P,06`$_73 G_ a 1 01 ---2&f `D4-CV1 Lot Size: q xy AC �S Assessor's Link: www.eaglecounty.us/patie/ Physical Address: Building Type: Sr, rrcS Laves / Single Family Residential / Multi Family Number of Bedrooms: 3 Number of Bedrooms: Commercial / Industrial* Type of Use: *These systems require design my a Registered Professional Engineer Type of Water Supply: Private Well If Public Name of Supplioo t ooto OF Applicant Signature: U V Y/V v o� Office Use Only oa Amount Paid: 900 r Receipt #: Spring Surface -)—( Public Check #: Date: 3 / Hospital Designers, Inc. Subsidiary of HBE Corporation, 11330 Olive Boulevard, St. Louis: MO 63141 (314) 567-9000 Fax: (314) 567-0602 September 12, 2012 Eagle County Department of Environmental Health Attn: Raymond Merry, Managing Director of Sustainable Communities P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Re: ISDS @ 0115 Squire Lane Eagle, CO 81631 Private Wastewater Permit #OWTS-3-l 1-5765 Dear Mr. Merry: As the registered Professional Engineer in charge of the design and construction of the above referenced system, I certify that the system was designed and installed in accordance with the terms of the Eagle County Permit and Eagle County Regulations. Sincerely, Hospital Designers, IE Richard D. Henderson, PE Manager, Civil Engineering Department Cc: Matt Shoulders, Adams Rib Ranch ADAM'S RIB RANCH HOME OF ADAM'S MOUNTAIN COUNTRY CLUB Kummer Development Corporation P.O. Box 659 Eagle, CO 81631 (970) 328-2326 ;' FAX (970) 328-2328 LETTER OF TRANSMITTAL gle County Government DATE JOB NO. 750 Box 178 3/30/2011 0 Broadway Eagle, CO 81631 ATTENTION Ray Merry (970) 328-8755 RE: ISDS FOR 115 SQUIREs LANE, LOT 13 WEARS SENDING YOU ® Drawings ® Copy of Letter ®Attached ❑Under separate cover via the following items: ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Change Order COPIES ; DATE NO. DESCRIPTION 2 3/29/11 C 1 RI Amended cover sheet, home site lot 13 1 3/28/11 Letter from WWE RE: water quality THESE ARE TRANSMITTED AS CHECKED BELOW ® ® ❑ For approval For your use As requested For review and comment ❑ Approved as submitted ❑ Approved as noted ❑ Returned for corrections ❑ ❑ Resubmit T copies for approval ❑ Submit —copies for distribution ❑ Return corrected prints 6 For bids due 20 ❑ Prints returned after loan to us EM .6 RECEIVED MAR 31 2011 ENVIRONMENTAL HEALTH DEPARTMENT COPY TO: SIGNED M Sho ers Facilities Manager If enclosures are not as noted, kindly notify us at once. M:ICONSTRUCTION\Forms\TransmittalslEagle County ISDS 3-30-1 l.doc l ,T ,� i 160 Wright Water Engineers. Inc. 2490 West 26th Ave., Suite 100A www.wrightwater.com Denver, Colorado 80211 jonjones@wrightwater.com (303) 480-1700 TEL (303) 480-1020 FAX March 28, 2011 Via E-Mail Steven Brody, P.E. HBE Corporation Civil Engineering Department 11330 Olive Boulevard St. Louis, MO 63141 Re: Water Quality Monitoring for Frost Creek Planned Unit Development and Salt Creek Equestrian Center Dear Mr. Brody: This letter was prepared by Wright Water Engineers, Inc. (WWE) in response to your request that WWE offer some general comments regarding water quality monitoring data for the Adam's Rib development. Water quality monitoring in the Frost Creek Planned Unit Development (PUD) has been conducted by WWE since 2003, working closely with representatives of Eagle County. Water quality monitoring in the Salt Creek Equestrian Center Parcel commenced in 2008. Documents produced as guidelines for this water quality monitoring include the Frost Creek and Salt Creek Developments Water Quality Monitoring and Management Plan (January 2003; revised December 2005), the Guidelines for the Implementation of the Adam's Rib Frost Creek and Salt Creek Water Quality Monitoring and Mitigation Plan (May 2006), and the Interim Guidelines for the Implementation of the Adam's Rib Frost Creek and Salt Creek Water Quality Monitoring and Mitigation Plan (WQMMP) (April 2009). The purpose of the water quality monitoring program is to obtain construction phase and post - construction phase surface water, groundwater, and wetlands water quality data within the Frost Creek PUD and continue collection of background water quality data for the Salt Creek Equestrian Center Parcel. Bioassessments have been performed for both Brush Creek and Salt Creek following established protocols using macroinvertebrate populations to assess the impacts of water pollution, sediment, or changes in habitat on aquatic life. Per the 2010 Water Quality Monitoring for Frost Creek PUD and Salt Creek Equestrian Center Parcel report by WWE, the results of the 2010 water quality monitoring show that all of the surface water samples along Brush Creek, Frost Creek, and Salt Creek do not exceed the 85'h percentile of historical data (trigger limit) for total suspended solids (TSS), total dissolved solids (TDS), total phosphorus (TP), and total Kjeldahl nitrogen (TKN). Groundwater samples within the Frost Creek PUD and the Salt Creek Equestrian Center Parcel were below the applicable trigger limit with the exception of two wetland piezometers that had concentrations of either TP GLENWOOD SPRINGS DURANGO (970) 945-7755 TEL (970) 945-9210 FAX (970) 259-7411 TEL (970) 259-8758 FAX Mr. Steven Brody March 28, 2011 Page 2 or TKN that were above the trigger limits. These sampling wells will be monitored in the future to determine if there is a degrading trend in the groundwater, or if the current results are anomalies. The results from six different bioassessments in Brush Creek over fifteen years are similar to one another and indicate no habitat/aquatic life degradation due to the development. The habitat scores over time have remained excellent and indicate that the macroinvertebrate community has remained healthy. Bioassessments in Salt Creek represent baseline conditions. Sincerely, WRIGHT WATER ENGINEERS, INC. By —�Je� Jonat an E. Jones, P.E , D.WRE Chief Executive Officer By XqAt:'— Shannon M. Tillack Project Engineer ZAProject Files-72-99-721-002 721-002.1151 Deliverables Year End Report -Letter Brody Water Quality.docx • r ( ' G 5S tech HEPWORTH EAWLAK GEOTECHNICAL SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 13, ADAM'S RIB PUD EAGLE COUNTY, COLORADO JOB NO. 110 402A DECEMBER 20, 2010 PREPARED FOR: ADAM'S RIB ATTN: MATT SHOULDERS P. O. BOX 659 EAGLE, COLORADO 81631 i �Fiti'f '0)^�� 1-! � 117 � � -I�} l3)�il c} 11' v� �i. l � ) • � 7� � 11} } TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY........................................................................ 1 - PROPOSED CONSTRUCTION................................................................................. I SITECONDITIONS............................................................................ ..,....... - 2- GEOLOGICCONDIITONS....................................................................................... 2- FIELD EXPLORATION... SUBSURFACE CONDITIONS.................................................................................. - 3- FOUNDATION BEARING CONDITIONS............................................................... - 4- DESIGN RECOMMENDATIONS......................................................................... 5- FOUNDATIONS......................................................................................... - 5 FOUNDATION AND RETAINING WALLS......................................................... ....... - 6 - FLOORSLABS...............................................................................................- 7 - UNDERDRAIN SYSTEM..................................................................................:... - 8- SITEGRADING.................................................................................................. - 8 SURFACEDRAINAGE ......................................................................................... - 9- LIMITATIONS........................................................................................................ 1 0 - FIGURE 1 - LOCATION OF EXPLORATORY BORING AND PERCOLATION TEST HOLES FIGURE 2 - LOGS OF EXPLORATORY BORING AND PROFILE PITS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 5 - USDA GRADATION TEST RESULTS TABLE I- SUMMARY OF LABORATORY TEST RESULTS TABLE 2 - PERCOLATION TEST RESULTS PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be Iocated on Lot 13, Adam's Rib PUD, Gray Rock Drive and Squires Lane, Eagle County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to Adam's Rib dated November 22, 2010. We previously performed a preliminary geotechnical study for the Frost Creek PUD development under our Job No. 204 174, report dated October 12, 2004. A field exploration program consisting of an exploratory boring was conducted to obtain information on the subsurface conditions. Percolation testing was also performed at the proposed septic disposal site to evaluate the subsurface conditions and infiltration characteristics of the subsoils. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The residence will be a single story wood frame structure over a walkout basement level with an attached garage (at the main floor elevation) and located on the lot as shown on Figure 1. Ground floors will be slab -on -grade. Grading for the structure is assumed to be relatively minor with cut depths between about 3 to 10 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. The on -site septic disposal system is planned to be located to the northeast of the residence. Job No. 110402A Ge Ptech -2- If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. SITE CONDITIONS The lot is vacant and the ground surface appears mostly natural. The terrain is typically strongly sloping down to the northeast at grades range from about 10 to 15%. The slope grades become steeper, on the order of 20 to 25%, in the western part of the lot. Elevation difference across the proposed building site is about 8 feet and elevation difference across the lot is about 35 feet. There is an abandoned irrigation ditch to the west of the proposed residence. Vegetation consists of scattered grass and weeds. GEOLOGIC CONDITTONS Potential geologic hazards that may affect the proposed residence are limited to the potential for subsidence. Bedrock of the Pennsylvanian age Eagle Valley Evaporite underlies the site. These rocks are a sequence of gypsiferous shale, fine-grained sandstone and siltstone with some massive beds of gypsum and limestone. There is a possibility that massive gypsum deposits associated with the Eagle Valley Evaporite underlie portions of the lot. Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. During previous work in the area, several sinkholes were observed scattered throughout the Brush Creek valley. These sinkholes appear similar to others associated with the Eagle Valley Evaporite in other nearby areas. Sinkholes were not observed in the immediate area of the subject lot. No evidence of cavities was encountered in the subsurface materials; however, the exploratory boring was relatively shallow, for foundation design only. Based on our present knowledge of the subsurface conditions at the site, it cannot be said for certain that sinkholes will not develop. The risk of future ground subsidence on Lot 13 throughout the service life of the proposed residence, in our opinion, is low; however, the owner should be made aware of the potential for sinkhole development. If further investigation of possible cavities in the bedrock below the site is desired, we should be contacted. Job No. 1 I0 402A G&Ftech -3- FIELD EXPLORATION The field exploration for the project was conducted on December 1, 20I0. One exploratory boring (Boring 1) was drilled at the location shown on Figure 1 to evaluate the subsurface conditions at the building site. The boring was advanced with 4 inch diameter continuous flight augers powered by a truck -mounted CW-45B drill rig. Also, two exploratory pits (Profile Pits 1 and 2) were excavated with a backhoe at the proposed on -site septic disposal site. Two alternate adjacent septic field areas, north and south areas, were explored. The boring and pits were logged by a representative of Hepworth- Pawlak Geotechnical, Inc. Samples of the subsoils in the boring were taken with 1% inch and 2 inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Samples from the profile pits were obtained by disturbed sampling methods. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Boring and Profile Pits, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils encountered in Boring 1, below about %2 foot of organic topsoil, consisted of about 51/2 feet of medium dense, clayey to very clayey silty sand with scattered gravel overlying medium dense, silty clayey sand and gravel with cobbles that extended down to the depth drilled of 26 feet. Drilling in the medium dense granular soils with auger equipment was occasionally difficult due to the cobbles. The subsoils encountered at the profile pits, below %2 foot of topsoil, consisted of clayey silty sand with gravel underlain at depths from 3 to 6 feet by silty clayey sand and gravel with cobbles. The clayey silty sand soils were deeper at Profile Pit 2 located to the south. Job No, 110 402A G9 tech -4- Laboratory testing performed on samples obtained from the boring included natural moisture content and density, and gradation analyses. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the upper clayey to very clayey silty sand soils, presented on Figure 4, indicate low to moderate compressibility under conditions of loading and wetting. The sample from Boring 1 at 5 feet showed a low swell potential when the sample was wetted under a constant 1,000 psf surcharge. The sample from Boring 1 at 2 feet was highly compressible when loaded after wetting and may have been partly disturbed due to the gravel content. Results of gradation analyses performed on a disturbed sample of the silty clayey sand and gravel with cobbles soils from Profile Pit 1 (minus 3 inch fraction) are shown on Figure 5. The laboratory testing is summarized in Table 1. No free water was encountered in the boring or pits at the time of drilling or excavation, or when checked i day later, and the subsoils were slightly moist to moist. FOUNDATION BEARING CONDITIONS The upper clayey silty sand soils possess low bearing capacity and moderate settlement potential, and the underling silty clayey sand and gravel soils+possess moderate bearing capacity and relatively low settlement potential. At assumed excavation depths, we expect the subgrade soils will transition from the sand soils in the shallower cuts to the sand and gravel soils in the deeper cuts. Spread footings bearing on the natural soils at the site appear feasible for foundation support. There is some risk of differential .foundation settlement due to the assumed variable bearing conditions. Bearing the footing entirely on the underlying sand and gravel soils or subexcavating to these soils and reestablishing design bearing level with compacted structural fill would provide a relatively low risk of foundation movement. Based on our experience in the area, the low expansion potential encountered in one of the samples is an isolated condition and a minimum dead load on the footings should not be needed. Job No. 110 402A GecPt-_Ch -5- DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory boring and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural soils and /or properly placed and compacted structural fill. The design and construction, criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural soils should be designed for an allowable bearing pressure of 1,500 psf. Based on experience, we expect initial settlement of footings designed and constructed as discussed in this section will be up to about 1 inch. There could be some additional movement if the bearing soils become wetted. The magnitude of the additional settlement would depend on the depth and extent of the wetting but may be on the order of % inch. 2) Spread footings bearing entirely on the underlying sand and gravel soils, and/or compacted structural fill, can be designed for an allowable soil bearing pressure of 2,500 psi Structural fill below footings can consist of the on -site sand and gravel soils, excluding topsoil and oversized rocks, compacted to at least 100% of the maximum standard Proctor density at a moisture content with about 2% of optimum. Prior to the structural fill placement, the sand soils should be removed as needed and the subgrade moistened and compacted. We should observe the structural fill placement and test for adequate compaction on a regular basis. 3) The footings should have a minimum width of 18 inches for continuous walls and 2 feet for isolated pads. 4) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 48 inches below exterior grade is typically used in this area. Job No. 110 402A ~G5tech 5) Continuous foundation walls should be well reinforced top and bottom to span local anomalies and better withstand the effects of some differential movement such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 6) Prior to the footing construction, all topsoil and any loose or disturbed soils should be removed the footing bearing level extended down to the designated bearing soils and the subgrade moistened and compacted. 7) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 50 pcf for backfill consisting of the on -site soils. Cantilevered retaining structures which are separate from the building and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of the on -site soils. The backfill should not contain topsoil or oversized rocks. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content slightly above optimum. Backfill in JOO NO. ! JU 4UZA -&tech SE pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use Iarge equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. Use of select granular material, such as road base, and increasing compaction to at least 98% standard Proctor density could be done to mitigate the settlement potential. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.40. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 375 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a granular material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab - on -grade construction. There could be some slab movement if the subgrade becomes wetted. We should further evaluate the expansive potential of the subgrade soils at the time of construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 Job No. 110 402A HG&rtech inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on -site granular soils devoid of topsoil and oversized rocks, or a suitable well graded granular material can be imported. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in the area and where clayey soils are presents that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can also create a perched condition. We recommend below -grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least l foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1 I/ feet deep. SITE GRADING The risk of construction -induced slope instability at the site appears low provided the buildings is located as planned and cut and fill depths are limited. We assume the cut depths for the basement level will not exceed one level, about 10 to 12 feet. Embankment fills should be limited to about S to 10 feet deep, and be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill Job No. 110 402A C-&tL-Ch placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to at least 95°% of the maximum standard Proctor density, The fill should be benched into the portions of the hillside exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. The risk of slope instability will be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. SURFACE DRAINAGE Positive surface is an important aspect of the project to prevent wetting of the bearing soils. The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in Iandscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation, such as sod, and lawn sprinkler heads should be located at least 10 feet from foundation walls. Job No. 13 0 402A GMeCh -10- PERCOLATION TESTING Percolation tests were conducted on December 2, 2010 to evaluate the feasibility of an infiltration septic disposal system at the site. Two profile pits and five percolation holes were dug at the locations shown on Figure 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in Profile Pits 1 and 2 shown on Figure 2 and consist of a variable depth of clayey silty sand with gravel soils over silty clayey sand and gravel with cobble soils. The percolation test results presented in Table 2 indicate percolation rates from 11 to 30 minutes per inch with an overall average percolation rate of about 22 minutes per inch. The gradation/hydrometer analyses (USDA gradation) performed on a bulk sample of the silty clayey sand and gravel soils (minus 3 inch fraction) obtained from Profile Pit 1 and presented on Figure 5, indicate the soils classify as Very Gravelly Loamy Sand. Long term acceptance rate (LTAR) for these soils based on State of Colorado regulations is 0.72 gallons per square foot per day. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. We recommend the infiltration area be located. in the central area tested or northern alternate field area, where the sand and gravel soils are shallower, and the system be based in these soils. An LTA.R of 0.72 gallons per square feet per day can be used for these soils. A qualified civil engineer should design the infiltration septic disposal system. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory boring drilled and the exploratory pits excavated at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, Job No. 110 402A rgtech prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation of the subsurface conditions identified at the exploratory boring and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our reconunendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, HEPWORTH - PAWLA David A. Young, Reviewed by: Steven L. Pawlak, P.E. DAY/ksiv 32 216 ICAL, INC. cc: Steve Brody — (SBi-od cuhbecor .com) Job No. 110402A G HpteCh LOT 12 APPROXIMATE SCALE: ill =80' • / , LOT 14 LEGEND: i ® EXPLORATORY BORING I � � A PERCOLATION TEST HOLE I ti 1 1 ® EXPLORATORY PIT J ! } 7460� lip PROPOSED - f _ ® RESIDENCE j �p`� ' I 746/0 BOR! G 1 /L•' ' / I / 7430 LOT 13 � ALTERNATE NORTH (4f ABSORPTION FIELD J 1 ALTERNATE SOUTH k I ABSORPTION ME / r o 7` 7aao �r P-2 i PROFILE r . PROFILE ® ,.• PIT 1 I / PIT 2 V^ .� 1 / r � I J GRAY ROCK DRNE Ir 7430 ~ �.w7 � � f \ / V I 110 402A .--.rtLOCATIONS OF EXPLORATORY BORING I+esnvoi�rll-a�nw,i�ceo��cxalc,..�,.� nt AND PERCOLATION TEST HOLES FIGURE 1 BORING I PROFILE PIT I PROFILE PIT 2 ELEV.=7448! ELEV.=7430' ELEV.=7436 0 0 26/12 WC=8.5 DD-104 -200-37 +8-51 5 -200=17 27/12 5 WC-13.0 e. D0=111 10 • 34/12 10 WC=7,2 DD=115 -200-24 Lu- 15 32/12 15 3� LU Uj 20 11/12 20 J 25 P6:L- 18/6,20/2 25 30 30 Note: Explanation of symbols is shown on Figure 3 110 402A I (34PSteCh LOGS OF EXPLORATORY BORING AND I FIGURE 2 HEPWOFTiN•PA4YLAK GEOTECHNICAL r PROFILE PITS LEGEND: 2 TOPSOIL; organic clayey silty sand, moist, dark brown. SAND (SC); clayey to very clayey, silty, scattered gravel, medium dense, moist, brown, low plastic tines. SAND AND GRAVEL (SM-GM); with cobbles, silty, clayey, medium dense, slightly moist, mixed browns, low to nonelastic fines. Relatively undisturbed drive sample; 2-inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 a -inch I.D. split spoon sample, ASTM D-1586, i 26/12 Drive sample blow count; indicates that 26 blows of 140 pound hammer failing 30 'inches were required to drive the California or SPT sampler 12 inches. NOTES: 1. Exploratory boring was drilled on December 1, 2010 with 4-Inch diameter continuous flight power auger. The exploratory pits were excavated on December 1, 2010 with a backhoe. 2. Locations of exploratory boring and pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory boring and pites were obtained by interpolation between contours shown on the site plan. Boring and pit logs are drawn to depth. 4. The exploratory boring and pit locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring and pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the boring at the time of drilling or in the pits at the time of excavation or when checked 1 day later. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD Dry Density ( pcf ) +8 = Percent gravel -200 = Percent silt and clay 110 402A f ItgM4C:h ' LEGEND AND NOTES FIGURE 3 F 1 2 3 Z 4 O co x 5 CL O U 6 a z O 0) z a x iu 0 8 cc a 2 O U 7 Moisture Content = 8.5 percent Dry Density = 104 pcf Sample of: Clayey Silty Sand with Gravel From: Boring 1 at 2 Feet No movement upon wetting 8 0.1 Cl i C 1.0 APPLIED PRESSURE ( ksf ) 10 100 Moisture Content = 13.0 percent Dry Density = 111 pcf Sample of: Veru Clayey Silty Sand From: Boring 1 at 5 Feet Expansion upon wetting 1 1.0 10 101 APPLIED PRESSURE ( ksf ) 110 402A If SWELL -CONSOLIDATION TEST RESULTS I FIGURE 4 T1.11EREADIhw US- STANDAaRD SERIES CLE RIahIMcp 54HR THR "ML 15ML gww. 1iN11! 44W 161k 1$1¢ +KO M #2 /15 AS aw 11a T f it 0 1 9 31 n d" w Z s & $0 YO 1O 90 9D d4 n do w as la 1001 .--- .---_11;- ... - -,- r _ P -- - 1 .-_. --- i e ; - F. F - +4M A02 .�i -007 !Ai Jul 8F4 AM -= .5" 1A 2W 4.73 "4" 4" 474 M2 aJAMETER bF PAR71CLES IN MILLIMLTE',FI$ QAY fi0 $kT Gravel 51 % Liquid Limit % USDA Sail T ps: Fury Gifavdly Loan y 110 402A �nrna SRAVLL I Ccaal�y !lEl1lIJ►i C.'LyW.S� FINE C71Wc� Sand 32 % sill 12 % Clay � % Rastidty Index % rxf From: Profile Pit 1at 3 to 5 Feet GRADATION TEST RESULTS j FIGURE 5 'd lr� r a zwz u g u �z ac a- m I J �O W A_ z '� M a a 0 W _ x 24, Q Q � rl W z c J MUA � 0 0 �gu 06 r� N 'n sF o O J W L:L m p. HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO 110 402A HOLE NO. HOLE LENGTH OF WATER WATER DROP IN AVERAGE DEPTH INTERVAL DEPTH AT DEPTH AT WATER PERCOLATION (INCHES) (MIN) START OF END OF LEVEL RATE INTERVAL INTERVAL (INCISES) (MINJINCH) (INCHES) (INCHES) P-1 41 15 7'/ 6 1 % 6 5% 3/4 5'/ 4%2 3/ 4'/2 4 '/2 4 3'/ '/2 3% 3 '/2 3 2'/2 %2 30 P-2 44 15 9'/ 8 1'/4 8 6% 6% 52/4 1 53/ 5 % 5 4 1 4 3'/ 3/ 3% 2'/2 3/ 18 P-3 56 15 83/4 7 1 % 7 6 1 6 5 1 5 4'/ 3/4 4'/ 3'/2 3/4 3'/2 2% 3/4 20 P-4 54 15 7% 5'/2 2 5 1h 4 1'/ 4 3 1 Water added 83/ 7 1% 7 51/ 1 5'/ 4 1'/ 4 3 1 11 P-5 40 15 8 7'/z % 7'/2 7 '/ 7 6'/2 '/2 6'/2 6 % 6 5'/2 '/ 5'/2 5 '/2 30 Nate: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on December 1, 2010. Percolation tests were conducted on December 2, 2010. The average percolation rates were based on the last three reading of each test. a -mol atil jopun vjqjssod pUaixa, Dv3 Isalinj sqj ol polnoDsOid aq goys uo!jDjodjoo }uewdolen®p 49-ujn)i jo slq5!j D4; ;0 U0!40101�. 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Ui LLJ z '"' 0 �"�. .... r r Z . 00 r— co mco 0 0 0 LL 0 0,r+ o M LL < z co , z < < in Li- < z LL, < z Uj LU rL12L < 0.G < F CL U— U. 0 W 2E 0 C Q N 00 r LO r P.- r(L CL F- C r�EL �..J U) CL - G " j > �■ i�.. 1.3.. LL z..._ -.-w J Z ..,... > N > c r ZU ~ O °- CL uS� Q U- d d 0 Q O W 0 0 J W w W > z_ z_ -� tY p ® J r°— N M 4 i i 4 THIS SET OF PLANS IS NOT FOR CONSTRUCTION UNLESS PROJECT ENGINEER'S SEAL AND SIGNATURE IS AFFIXED AND A VALID PERMIT ISSUED BY EAGLE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT, IS POSTED HERE. :• r r••• r r C N rr ! { r f{ r r ✓ m'', Ifflis kftw, Em DESIGN CRITERIA HOMESITE #13 m mm SEPTIC TANK DESIGN: PRECAST CONCRETE TWO OMPARTMENT TANK: TWO COMPARTMENT SEPTIC TANK •eWIT 640 e e. ABSORPTION AREA DESIGN: 675 GALLONS PER DAY/0.72 GALLON PER DAY PER SQUARE FOOT LOADING RATE 938 SQUARE offill •IO '' CHAMBERS REQUIRED: 469 SQUARE FEET/10 SQUARE FEET PER CHAMBER = 47 CHAMBERS*. (*MEETS MANUFACTURER MINIMUM RECOMMENDATIONS) ELIMINITE UNIT: MODEL 120, 1.5-1.75 IbBOD/DAY PR'u"'JECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS TO CONSTRUCT AN INDIVIDUAL WASTEWATER SYSTEM FOR AJOA DROOM HOME. THIS SYSTEM WILL SERVE 675 GPDWATER. SYSTEM D'ES" ON MODEL ELIMINITE UNIT 1 PRECAST CONCRETE TANK WITH FIELD ► • INSULATION, APPROX. PUMP CHAMBER METAROCK • .A- 670 GAL. COMPARTMENT Cf�BINE�,-- TANK A—LIMINITE PUMP • • • - i NCIz .; . PANELELIMINITE DUPLEX PLUS SERIES, 115 VOLT PUMP CIRCUIT SUBMERSIBLE PUMP, 2" DISCHARGE •_ L ,0 PVC 1 9 Im M 1IOHEST3 r •kt.;?:#. """'TS/C""u�loN'SULTANT'VOI-4-*)', CUNTAU SHEET INDEX Cl COVER C2 SITE PLAN C3 DRAINFIELD DETAILS C4 ELIMINITE / SEPTIC TANK DETAILS C5 CONSTRUCTION NOTES C6 CONTROL PANEL PROJECT HAS BEEN DESIGNED BASED ON A `, Oi120�ELIIVIINITE UNIT. THIS SET OF PLANS IS NOT FOR CONSTRUCTION UNLESS PROJECT ENGINEER'S SEAL AND SIGNATURE IS AFFIXED HERE AND A VALID PERMIT ISSUED BY EAGLE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT, IS POSTED. REVISIONS m - aW 1 AFO N0. _ l! oxoE DATE: 3/29/11 ® `mc Z__. REVISE NOTE. AFO NO. 'off -e E a' 2 DATE: 4/6/ 11 z a e 3 E a 9V V`;V tx� REVISE NOTE. 5 ss8. aa© li €w- u ao EL sE SE9 aY;o VY 9dQ'Sga W .o TYjC m.Ot 9a'.i'a Esc$ Ali €;a.�:et'o ge�3�8 �.oi Atli uj m 0 < in A M EE Z u Lli LAj >= a2 Lu 0 N N e r- VV O d7 Ox O `° N I CV I N O W � r (0N7 g:^ j, O CO O� o � o 0 � w w i•-�-1 N "c U 72 O cci O 0 �® Lm Q0 U N Lj 4- P' o 0 U) V) ®® C) >> 1) D v m W o o � M M L Job No.: 84612 DB AB CB T.D.R. R.D.H. S.B. 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